CN105738204B - A method of judging that Rock burst proneness occurs for rock material - Google Patents
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Abstract
The invention discloses a kind of methods that Rock burst proneness occurs for judgement rock material, this method is acquired for the dissipation energy needed for the rock failure mechanism of rock after peak strength according to stress-strain diagram after peak strength, by to the primary of rock sample plus unloading experiment, finding true series of values (Ki) with elastic strain energy and total input energy ratio (λ before peak valuei) between it is in a linear relationship, find out the ratio λ of the elastic strain energy and total input energy when rock reaches peak strength1, and total input energy U when rock reaches peak strength1It is found out according to stress-strain diagram, to obtain elastic deformation energy when rock reaches peak strength.The elastic strain energy that solves the problems, such as to unload and then can not calculate internal reservoir immediately when rock reaches peak strength, is compared, and then judge whether rock material has Rock burst proneness using Dissipated energy behind calculated elastic strain energy and peak.The present invention provides a kind of completely new method of discrimination for the determination of rock material Rock burst proneness.
Description
Technical field
The present invention relates to a kind of methods that Rock burst proneness occurs for judgement rock material.
Background technology
Rock burst is a kind of common Geological Hazard phenomenon being happened in deep rock engineering, at present at home and abroad
It is reported in the engineerings such as numerous deeps mines, tunnel, the water power built.When rock burst occurs, it often will appear sliver ejection, spout
Phenomena such as even bursting, and the blast or shock wave of accompanied by intense are penetrated, is brought safely to site operation personnel, equipment etc. very big
It threatens.The supporting body that rock occurs as rock burst hazard, the bullet brittleness and energy storage characteristic of itself are the main interior of initiation rock burst
In factor.For this purpose, how to judge whether rock becomes one of the critical issue prevented in rock burst hazard with Rock burst proneness.Mesh
Before, Rock burst proneness judgement is carried out to rock material using uniaxial compression test, numerous methods have been developed.Such as Factor of Brittleness
(there are many expressions) method, such method is mainly from the aspect of rock material intensity.When occurring due to rock burst along with
The dynamic phenomenons such as the ejection of sliver, it is meant that the release of material internal energy, therefore many researchers have been developed much from energy
The method that measuring angle considers.For example rock elasticity deformation energy index, the index mainly reflect rock before reaching peak strength
The ability of internal reservoir elastic deformation energy does not consider that rock explosion is to be happened at the behavioural characteristic after reaching peak strength, in addition
When specific load, how to judge load when reach rock peak strength 70%~80% there is also certain difficulties；Rock rushes
Hit can index then consider rock whole loading conditions before peak value and after peak value, after the gross energy and peak value before peak value
The ratio between Dissipated energy judges Rock burst proneness.But this method does not account for the plasticity that rock is consumed before reaching peak strength
Strain energy, therefore there is a possibility that over-evaluate.To sum up, ideal situation should be that the accurate rock that obtains is reaching peak strength
When be stored in internal elastic strain energy, and destroy institute's dissipation energy after peak strength with rock and be compared, if elastic
Strain energy is more than Dissipated energy behind peak, then has Rock burst proneness；If elastic strain energy is less than or equal to Dissipated energy behind peak, no
With Rock burst proneness.Therefore, how to obtain rock and be stored in internal elastic strain energy when reaching peak strength, be to solve
The key of the above problem.
Invention content
The present invention proposes that a kind of calculating rock is pressurized and is stored in the side of sample inner elastomeric deformation energy when reaching peak strength
Method, and be compared using Dissipated energy behind calculated elastic strain energy and peak, and then judge whether rock material has rock burst
Tendentiousness.
A method of judging that Rock burst proneness occurs for rock material, cylindrical type rock sample is placed on rigid electro-hydraulic servo
On control of material testing machine, with the displacement loading speed load of (0.063-0.067) mm/min until when rock sample destroys, obtain
The elastic strain energy U being stored in when rock test being taken to be in peak strength point in rock elementeWith required consumption is destroyed after peak value
Dissipate energy Urs, work as Ue-Urs>0, then it is assumed that rock material has Rock burst proneness；If Ue-Urs≤ 0, then rock material incline without rock burst
Tropism.
It is compared using Dissipated energy behind calculated elastic strain energy and peak, judges the rock burst tendency of rock material.
The elastic strain energy U being stored in rock elementeMeasurement process it is as follows：
Step 1：According to rock mechanics uniaxial compression test regulation, cylindrical type rock sample is taken to be placed in rigid electro-hydraulic servo
On control of material testing machine, with the displacement loading speed load of 0.063-0.067mm/min until rock sample destroys, rock is measured
The uniaxial compressive strength σ of stone samplec；
Step 2：Again 5 identical cylindrical type rock samples are taken, with identical displacement loading speed to rock test into
Row load, is respectively loaded on different 0.7 σ of stress levelc, 0.75 σc, 0.8 σc, 0.85 σc, 0.9 σc, then with 0.063-
0.067mm/min rates of displacement are unloaded, and five rock samples are unloaded to 0.02 σc；
Step 3：Again to being unloaded to 0.02 σ in step 2cRock sample respectively with 0.063-0.067mm/min
The load of displacement loading speed until rock sample destroys, obtain rock sample plus unloading load-deformation curve, to obtain
Peak strength of each rock sample after second of load, respectively σc 0.7, σc 0.75, σc 0.8, σc 0.85, σc 0.9；
Step 4：Setting rock sample adds the stress level actual value of unloading as Ki,I=0.7,0.75,0.8,
0.85,0.9；
The ratio of rock elasticity strain energy and total input energy is set at unloading point as λi,
Wherein, i indicates the uniaxial compressive strength σ of rock samplecMultiple；UieAnd UiIndicate that rock sample is unloaded adding respectively
Load stress is i σcWhen, total input energy and elastic strain energy of the rock sample in unloading point, wherein rock sample is in unloading point
Total input energy to carry out displacement load to rock sample until obtained loaded line is enclosed with axis of abscissas when sample destroys
At area；
Step 5：The data acquired using step 1-step 3, obtain multigroup Ki-λiValue, and to Ki-λiCarry out Linear Quasi
It closes, obtains Ki-λiLinear relationship function f (λi)=W (Ki)；
Step 6：K=1 is enabled, rock elasticity strain energy and total input energy at unloading point are calculated using the function that step 5 obtains
The ratio λ of amount1；
Step 7：According to rock sample before peak strength plus unloading load-deformation curve carry out integral find out calculating peak
It is worth the total input energy U of hot spot1, the elastic strain energy for obtaining rock interior when in peak strength point is Ue=U1·λ1。
The rock sample destroys required dissipation energy U after peak strengthrs, by load-deformation curve behind peak
Carry out integral and calculating acquisition.
The diameter D of the cylindrical type rock sample is taken as 48-51mm, and height L is 2.0 times of diameter length.
Advantageous effect
The present invention provides a kind of methods that Rock burst proneness occurs for judgement rock material, reach peak strength based on rock
When be stored in after internal elastic strain energy is more than peak and destroy required dissipation energy, as the necessary item with Rock burst proneness
Part proposes.Dissipation energy after peak strength needed for the rock failure mechanism of rock is acquired according to load-deformation curve after peak strength, by right
The primary plus unloading experiment of rock sample, finds true series of values (Ki) with elastic strain energy and total input energy ratio before peak value
(λi) between it is in a linear relationship, find out this linear relation according to 5 groups of experimental datas, and then rock can be found out and reach peak strength
When elastic strain energy and total input energy ratio λ1, and total input energy U when rock reaches peak strength1According to stress-strain
Curve is found out, to obtain elastic deformation energy U when rock reaches peak strength1e=U1·λ1.Further according to stress-strain song
Line finds out energy U needed for stability disruption behind peakrs, then carry out U1eWith UrsComparison.Will always can not quantum chemical method the problem of, lead to
It crosses a large amount of experiment and is found that its inherent laws, breakthrough elastic deformation energy when rock to be reached to peak strength realizes
Quantum chemical method solves the elastic strain energy that cannot unload and then can not calculate internal reservoir when rock reaches peak strength immediately
Problem is compared using Dissipated energy behind calculated elastic strain energy and peak, and then judges whether rock material has rock burst
Tendentiousness.The present invention provides a kind of completely new method of discrimination for the determination of rock material Rock burst proneness.
Description of the drawings
Fig. 1 is cylindrical type sample stereoscopic schematic diagram；
Fig. 2 is that rock sample once adds the complete stress-strain curve of unloading；
Fig. 3 is that rock sample adds unloading stress-strain curve in Fig. 2；
Fig. 4 is that rock sample adds loading stress-strain curve figure again after unloading in Fig. 2.
Specific implementation mode
Below in conjunction with drawings and examples, the present invention is described further.
Embodiment 1：
It carries out rock conventional one-axis compression test and once adds to unload in INSTRON-1346 electro-hydraulic servo testing machines
Experiment is carried, rock is judged.
Detailed process is as follows：
48-51mm is taken as using the diameter D of cylindrical type sample, length (thickness) L of sample is taken as 96-102mm, i.e. diameter
2.0 times, as shown in Figure 1.Experiment should follow these steps to carry out：
(1) conventional one-axis compression test is carried out first, and sample with 0.065mm/min displacements loading speed load directly
To destruction, the uniaxial compressive strength σ of rock sample is obtainedc, σcThe data that can be tested according to testing machine are directly read.
(2) separately 5 samples is taken to be respectively loaded on 0.7 σ with identical loading speedc, 0.75 σc, 0.8 σc, 0.85 σc, 0.9
σc, then unloaded with 0.065mm/min, be unloaded to 0.02 σc, corresponding curve is shown in Fig. 2 and Fig. 3, and then load is straight again
It is destroyed to sample, the primary of sample plus unloading stress-strain complete curve is obtained, referring to Fig. 2.
(3) (K is found out according to specific experiment data0.7,λ0.7), (K0.75,λ0.75), (K0.8,λ0.8), (K0.85,λ0.85),
(K0.9,λ0.9) this five groups of data, relation curve between the two is obtained, fitting obtains the relational expression of the two：f(λi)=W (Ki),
K=1 is substituted into above formula, K=1 expressions carry out unloading in peak strength and reload, and unloading point stress is equal to peak strength at this time,
Elastic strain energy U when rock reaches peak strength can be found out1eWith total input energy U1Ratio λ1, and to reach peak value strong for rock
Total input energy U when spending1It can be found out according to load-deformation curve, then elastic strain energy when rock reaches peak strength can
To be calculated by following formula：U1e=U1·λ1。
(4) the last load-deformation curve according to rock after peak strength continues after finding out peak needed for stability disruption
Dissipation energy Urs, i.e., the area that load-deformation curve curve in post-peak area is surrounded with reference axis, referring to Fig. 4.
(5) then carry out U1eAnd UrsCompare, if U1e-Urs>0, then rock material is with Rock burst proneness；If U1e-Urs≤
0, then rock material is without Rock burst proneness.
Claims (2)
1. a kind of method for judging rock material and Rock burst proneness occurring, which is characterized in that cylindrical type rock sample to be placed on just
Property electro-hydraulic servo control of material testing machine on, with the load of the displacement loading speed of 0.063-0.067mm/min until rock sample
When destruction, the elastic strain energy U being stored in when rock test is in peak strength point in rock element is obtainedeIt is destroyed with after peak value
Required dissipation energy Urs, work as Ue-Urs＞ 0, then it is assumed that rock material has Rock burst proneness；If Ue-Urs≤ 0, then rock material
Material is without Rock burst proneness；
The elastic strain energy U being stored in rock elementeMeasurement process it is as follows：
Step 1：According to rock mechanics uniaxial compression test regulation, cylindrical type rock sample is taken to be placed in rigid electro-hydraulic servo material
On Control experiment machine, with the displacement loading speed load of 0.063-0.067mm/min until rock sample destroys, rock examination is measured
The uniaxial compressive strength σ of samplec；
Step 2：Again 5 identical cylindrical type rock samples are taken, rock test is added with identical displacement loading speed
It carries, is respectively loaded on different 0.7 σ of stress levelc, 0.75 σc, 0.8 σc, 0.85 σc, 0.9 σc, then with 0.063-0.067mm/
Min rates of displacement are unloaded, and five rock samples are unloaded to 0.02 σc；
Step 3：Again to being unloaded to 0.02 σ in step 2cRock sample respectively with the displacement of 0.063-0.067mm/min
Loading speed load is until rock sample destroys, and obtain rock sample adds unloading load-deformation curve, to obtain each rock
Peak strength of the stone sample after second of load, respectively σc 0.7, σc 0.75, σc 0.8, σc 0.85, σc 0.9；
Step 4：Setting rock sample adds the stress level actual value of unloading as Ki,I=0.7,0.75,0.8,0.85,
0.9；
The ratio of rock elasticity strain energy and total input energy is set at unloading point as λi,
Wherein, i indicates the uniaxial compressive strength σ of rock samplecMultiple；UieAnd UiIndicate that rock sample is adding unloading to answer respectively
Power is i σcWhen, total input energy and elastic strain energy of the rock sample in unloading point, wherein rock sample is in the total of unloading point
Input energy loads to carry out displacement to rock sample until what the loaded line that sample obtains when destroying was surrounded with axis of abscissas
Area；
Step 5：The data acquired using step 1-step 3, obtain multigroup Ki-λiValue, and to Ki-λiLinear fit is carried out, is obtained
Ki-λiLinear relationship function f (λi)=W (Ki)；
Step 6：K=1 is enabled, rock elasticity strain energy and total input energy at unloading point are calculated using the function that step 5 obtains
Ratio λ1；
Step 7：According to rock sample before peak strength plus unloading load-deformation curve carry out integral find out calculate peak value it is strong
Spend the total input energy U of point1, the elastic strain energy for obtaining rock interior when in peak strength point is Ue=U1·λ1；
The rock sample destroys required dissipation energy U after peak strengthrs, by being carried out to load-deformation curve behind peak
Integral and calculating obtains.
2. according to the method described in claim 1, it is characterized in that, the diameter D of the cylindrical type rock sample is taken as 48-
51mm, height L are 2.0 times of diameter length.
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